Offshore shelter wall, offshore aquaculture dam and offshore aquaculture system

Abstract

The present invention relates to the field of marine engineering and deep-sea aquaculture technology, in particular to an offshore shelter wall, an offshore aquaculture dam and an offshore aquaculture system, comprising a first shelter wall arranged in an arc shape, a gate 1 being arranged through the first shelter wall, an outward normal flow guide dam 1 and an inward wave-blocking inclined dam 1 being arranged on the wave-repelling side of the gate 1, the outward normal flow guide dam 1 extending and protruding toward the outer side of the arc of the first shelter wall, the inward wave-blocking inclined dam 1 extending and protruding toward the inner side of the arc of the first shelter wall, and the end of the inward wave-blocking inclined dam 1 away from the first shelter wall being inclined toward the gate 1. The outward normal flow guide dam 1 can be combined with the gate 1, and can effectively "grab" the water flowing through the periphery of the first shelter wall into the gate 1, so as to increase the rate of water flow exchange on both sides of the first dam section, so that the first shelter wall can achieve a better permeability effect, and when it is arranged on both sides of the wave-breaking structure along the flow direction of the water flow, it can better realize the water flow exchange on both sides of the wave-breaking structure.

Description

Technical Field

[0001] The invention relates to the technical fields of marine engineering and deep-sea aquaculture, in particular to an offshore sheltering wall, an offshore aquaculture dam and an offshore aquaculture system. Background Art

[0002] At present, offshore aquaculture generally includes near-shore aquaculture and deep-sea aquaculture (generally in the water depth range of 20-80m). Among them, deep-sea aquaculture still mostly adopts gravity (HDPE cages), semi-submersible, submersible, work boats and other forms. Among them, HDPE cages are the most widely used because of their low cost and high cost-effectiveness in wind and wave resistance. However, with the saturation of offshore aquaculture in my country, the above cages for deep-sea aquaculture cannot withstand typhoons, big waves and other problems.

[0003] Patent: An offshore aquaculture system and its design method (CN115581212A) discloses a solution to the above-mentioned problem. A wave-breaking structure is arranged outside the aquaculture area. The wave-breaking structure reduces the wave amplitude in the aquaculture area, reduces or eliminates the adverse effects of adverse environmental loads on the aquaculture area, provides a calmer and more suitable living environment for the aquacultured animals, and increases the aquaculture efficiency of the aquaculture modules; reduces the requirements for the wind and wave resistance level of the aquaculture modules in the aquaculture area, and reduces the aquaculture cost of the aquaculture modules.

[0004] On the basis of the principle of the above scheme, how to better realize the water flow exchange on both sides of the downstream part of the wave-breaking structure has become one of the difficult problems that technical personnel in this field need to overcome based on the above basic scheme. Summary of the invention

[0005] The purpose of the present invention is to provide an offshore shielding wall, an offshore aquaculture dam and an offshore aquaculture system based on the principle of how to better realize the water flow exchange on both sides of the wave-breaking structure, based on the background technology that a wave-breaking structure is arranged outside the aquaculture area and the wave-breaking structure reduces the wave amplitude in the aquaculture area.

[0006] In order to achieve the above object, the technical solution adopted by the present invention is:

[0007] An offshore shelter wall comprises a first shelter wall arranged in an arc shape, wherein the first shelter wall is used to reduce the amplitude of waves passing through the first shelter wall, a gate 1 for water flow to pass through is penetrated by the first shelter wall, an outward normal guide dike 1 and an inward wave-blocking sloping dike 1 are arranged on the wave-repelling side of the gate 1, the outward normal guide dike 1 extends and protrudes toward the outer side of the arc of the first shelter wall, the inward wave-blocking sloping dike 1 extends and protrudes toward the inner side of the arc of the first shelter wall, and the end of the inward wave-blocking sloping dike 1 away from the first shelter wall is inclined toward the gate 1.

[0008] An offshore sheltering wall described in the present application comprises a first sheltering wall arranged in an arc shape. During installation, the first sheltering wall is arranged along the downstream direction, or in a direction close to the downstream direction, so that one end of the mouth is close to the dorsolateral side and the other end is close to the wave-facing side. In this case, the first sheltering wall becomes a part of the wave-breaking structure, and the wave-breaking structure is used to enclose an internal water area and reduce the wave amplitude of the internal water area. The inner side of the arc of the first sheltering wall is the internal water area.

[0009] In the above installation situation, the outward normal flow guide dike 1 extends and protrudes toward the outer side of the arc of the first shielding wall, so that the outward normal flow guide dike 1 increases the tangential movement resistance of the water flow on the side of the first shielding wall located at the outward normal flow guide dike 1 along the first shielding wall, and the outward normal flow guide dike 1 is located on the back wave side of the gate 1, so that the outward normal flow guide dike 1 can be combined with the gate 1, which can effectively "grab" the water flow flowing through the periphery of the first shielding wall and enter the gate 1, so as to increase the rate of water flow exchange on both sides of the first shielding wall, so that the first shielding wall can achieve a better flow penetration effect. At the same time, the gate An inward wave-blocking embankment is protruding inwardly on the back-wave side of the first shielding wall, which is used to resist the waves of the water flow passing through the mouth. The outward normal guide embankment, the mouth and the inward wave-blocking embankment cooperate with each other to increase the rate of water flow exchange on both sides of the first shielding wall, and effectively reduce the degree of weakening of the wave-blocking effect caused by the opening of the mouth. Therefore, it can effectively ensure the wave-breaking effect of the first shielding wall, so as to achieve the offshore shielding wall described in the present application with a better "wave-breaking and flow-through" effect. Furthermore, when it is arranged on both sides of the wave-breaking structure along the flow direction of the water, it can better realize the water flow exchange on both sides of the wave-breaking structure.

[0010] Preferably, the first concealing wall has a first dam section, the first dam section is arranged along the flow direction of the water, and the gate is located at the first dam section.

[0011] When the first dam section is arranged along the flow direction, the first dam section is a position where the water flow exchange capacity on both sides of the wave-breaking structure is relatively weak. In this case, the arrangement of the outward normal flow guide dike 1 increases the additional tangential movement resistance of the water flow on the outer side of the first dam section, and the outward normal flow guide dike 1 is located on the back wave side of the gate 1, so that the outward normal flow guide dike 1 can be combined with the gate 1, which can effectively "grab" the water flow flowing through the periphery of the first shielding wall into the gate 1, so as to increase the rate of water flow exchange on both sides of the first dam section, so that the first shielding wall can To achieve a better flow-through effect, at the same time, the wave-repelling side of the gate 1 protrudes inward to set an inward wave-blocking embankment 1, which is used to resist the waves of the water flow passing through the gate 1, so that the outward normal flow guide embankment 1, the gate 1 and the inward wave-blocking embankment 1 cooperate together, which can not only increase the rate of water flow exchange on both sides of the first shielding wall, but also effectively reduce the degree of weakening of the wave-blocking effect caused by the opening of the gate 1. Therefore, it can effectively ensure the wave-breaking effect of the first shielding wall, so as to achieve the offshore aquaculture dam described in the present application with a better "wave-breaking and flow-through" effect.

[0012] Preferably, the width B1 of the gate is 30-50m.

[0013] Preferably, a first inner angle A1 is formed between the outward normal flow guide dike 1 and the inward wave-blocking inclined dike 1, 90°<A1<180°, and the first inner angle A1 opens toward the wave-facing side of the internal water area.

[0014] Preferably, the first concealing wall has a first arc segment, and at least a portion of the door is located on the first arc segment.

[0015] Preferably, the lower part of the first shielding wall is fixed on the seabed or riverbed, and the upper part of the first shielding wall is located above the water surface.

[0016] The present application also discloses an offshore aquaculture dam, comprising a wave-breaking structure, wherein the wave-breaking structure encloses an internal water area, and the wave-breaking structure is used to reduce the wave amplitude of the internal water area. The wave-breaking structure comprises at least one section of an offshore sheltering wall as described in the present application, wherein the outward normal guide dam extends and protrudes toward a side away from the internal water area, the inward wave-blocking sloping dam extends and protrudes toward the internal water area, and the end of the inward wave-blocking sloping dam away from the first sheltering wall is inclined toward the wave-facing side of the internal water area.

[0017] An offshore aquaculture dam described in the present application includes a wave-breaking structure and an internal water area surrounded by the wave-breaking structure, wherein the wave-breaking structure is used to reduce the wave amplitude of the internal water area, and the wave-breaking structure includes at least one section of a first shielding wall, and the outward normal flow guide dam 1 extends and protrudes toward one side of the first shielding wall, so that the outward normal flow guide dam 1 increases the tangential movement resistance of the water flow along the first shielding wall on the side of the first shielding wall located on the outward normal flow guide dam 1, and the outward normal flow guide dam 1 is located on the back wave side of the mouth 1, so that the outward normal flow guide dam 1 can be combined with the mouth 1 to effectively "grab" the water flowing around the first shielding wall. The flow enters the gate one to increase the rate of water flow exchange on both sides of the first shielding wall, so that the first shielding wall can achieve a better flow-through effect. At the same time, the wave-repelling side of the gate one protrudes inward to set an inward wave-blocking embankment one, which is used to resist the waves of the water flow passing through the gate one, so that the outward normal guide embankment one, the gate one and the inward wave-blocking embankment one cooperate together, which can not only increase the rate of water flow exchange on both sides of the first shielding wall, but also effectively reduce the degree of weakening of the wave-blocking effect caused by the opening of the gate one. Therefore, it can effectively ensure the wave-breaking effect of the first shielding wall, so as to achieve the offshore aquaculture dam described in the present application with a better "wave-breaking and flow-through" effect.

[0018] Preferably, the wave-breaking structure also includes at least one section of a fourth shielding wall, wherein the fourth shielding wall is located on the wave-facing side of the internal water area, and a first door is arranged between the fourth shielding wall and the first shielding wall, and at the first door, the end of the fourth shielding wall overlaps with the end of the first shielding wall.

[0019] The setting of the first gate can not only facilitate the entry and exit of ships and construction in the internal waters, but also facilitate the operation and maintenance of ships, and can also increase the water flow exchange effect. At the first gate, the end of the fourth shielding wall overlaps with the end of the first shielding wall, effectively shielding the normal wave attack on the internal waters.

[0020] Preferably, the first gate width B2 is 100-200m.

[0021] Preferably, the overlapping length L1 of the fourth shielding wall end and the first shielding wall end is 100-300 m.

[0022] Preferably, at the first gate, the fourth shielding wall end is located on a side of the first shielding wall end away from the internal waters.

[0023] Preferably, the fourth shielding wall is penetrated by a gate 2 for water flow to pass through, and an inward wave-blocking embankment 2 is provided on the side of the gate 2 away from the first shielding wall, and an end of the inward wave-blocking embankment 2 close to the internal water area extends out of the fourth shielding wall, and the outer end of the inward wave-blocking embankment 2 is inclined toward the first shielding wall.

[0024] Preferably, there are a plurality of the fourth concealing walls, which are arranged in sequence along the circumference of the internal water area, and at least one of the fourth concealing walls is located on the wave-facing side of the internal water area.

[0025] Preferably, a second door is provided between adjacent fourth shielding walls, and the ends of adjacent fourth shielding walls located at the second door are overlapped, wherein the end of the fourth shielding wall away from the first shielding wall is located outside the end of the fourth shielding wall close to the first shielding wall.

[0026] Preferably, the second door width B3 is 100-200m.

[0027] The setting of the second gate can not only facilitate the entry and exit of ships and construction in the internal waters, but also facilitate the operation and maintenance of ships, and can also increase the water flow exchange effect.

[0028] Preferably, the overlapping length L2 of the adjacent fourth shielding wall ends is 100-300 m.

[0029] Preferably, at least one section of the second shielding wall is provided at the end of the first shielding wall close to the wave-shielding side, a third door is provided between the second shielding wall and the first shielding wall, and at least a part of the second shielding wall is located on the wave-shielding side of the internal waters.

[0030] Preferably, the second concealing wall is penetrated by a gate three for water flow to pass through, the gate three is located on the wave-proof side of the internal water area, the gate three is provided inside the gate along the first diversion dam, the first diversion dam divides the gate three into branch gate one and branch gate two, the first diversion dam includes a transverse dam and a normal dam, the transverse dam is arranged along the length direction of the second concealing wall, and the end of the normal dam extends toward the outside of the internal water area and protrudes out of the second concealing wall.

[0031] Since the gate three is located on the back-wave side of the internal waters and has low wave protection requirements, the gate three is also used as the main water flow exchange side. The gate three is divided into the branch gate one and the branch gate two on both sides by the first diversion dam, which can not only make the first diversion dam have a better diversion effect and allow more currents to pass through the gate three, but also avoid affecting the wave protection effect due to the excessive width of the gate three. At the same time, the materials originally arranged at the branch gate one and the branch gate two can be used as normal dams to meet the use requirements. Compared with diversion dams of other shapes, there is no need to increase the material of the diversion dam, which is more cost-effective.

[0032] Preferably, the end of the second shielding wall close to the first shielding wall is located on a side of the third door close to the internal waters.

[0033] The present application also discloses an offshore aquaculture system, including an offshore aquaculture dam as described in the present application, wherein aquaculture modules for aquaculture are arranged in the internal waters.

[0034] Preferably, all the aquaculture modules in the outermost circle of aquaculture modules are arranged radially along the wave-breaking structure. Such an arrangement can further improve the flow field of the internal water area and is more conducive to aquaculture.

[0035] Preferably, a floating platform is provided in the internal water area, and a passage is connected between the wave-breaking structure and the floating platform.

[0036] Preferably, the passage is connected between the first shielding wall and the floating platform.

[0037] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are:

[0038] 1. An offshore shelter wall described in the present application includes a first shelter wall arranged in an arc shape. During installation, the first shelter wall is arranged along the downstream direction, or in a direction close to the downstream direction, so that one end of the mouth is close to the dorsolateral side and the other end is close to the wave-facing side. In this case, the first shelter wall becomes a part of the wave-breaking structure, and the wave-breaking structure is used to enclose an internal water area and reduce the wave amplitude of the internal water area. The inner side of the arc of the first shelter wall is the internal water area. The outward normal flow guide dike 1 extends and protrudes toward the outer side of the arc of the first shielding wall, so that the outward normal flow guide dike 1 increases the tangential movement resistance of the water flow on the side of the first shielding wall located on the outward normal flow guide dike 1 along the first shielding wall, and the outward normal flow guide dike 1 is located on the back-wave side of the gate 1, so that the outward normal flow guide dike 1 can be combined with the gate 1, which can effectively "grab" the water flow flowing through the periphery of the first shielding wall and enter the gate 1, so as to increase the rate of water flow exchange on both sides of the first shielding wall, so that the first shielding wall can achieve a better flow permeability effect. At the same time, the back-wave side of the gate 1 An inwardly protruding inward wave-blocking embankment is provided to resist the waves of the water flow passing through the mouth one, so that the outward normal guide embankment, the mouth one and the inward wave-blocking embankment cooperate with each other, which can not only increase the rate of water flow exchange on both sides of the first shielding wall, but also effectively reduce the degree of weakening of the wave-blocking effect caused by the opening of the mouth one. Therefore, it can effectively ensure the wave-breaking effect of the first shielding wall, so as to achieve the offshore shielding wall described in the present application with a better "wave-breaking and flow-through" effect. Furthermore, when it is arranged on both sides of the wave-breaking structure along the flow direction of the water, it can better realize the water flow exchange on both sides of the wave-breaking structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] Figure 1 It is a top view schematic diagram of an offshore shelter wall of the present invention.

[0040] Figure 2 This invention is attached Figure 1 Enlarged schematic diagram of part A in the middle.

[0041] Figure 3 It is a schematic diagram of the arrangement of the first arc segment of the present invention.

[0042] Figure 4 It is a top view schematic diagram of the arrangement of an offshore wave-breaking dam according to the present invention (the fourth shielding wall is divided into two sections).

[0043] Figure 5 This invention is attached Figure 4 Enlarged schematic diagram of part E in the middle.

[0044] Figure 6 It is a top view schematic diagram of the arrangement of an offshore wave-breaking dam according to the present invention (the fourth shielding wall is a section).

[0045] Figure 7This invention is attached Figure 6 Enlarged schematic diagram of part B in the middle.

[0046] Figure 8 This invention is attached Figure 6 Enlarged schematic diagram of part C in the middle.

[0047] Fig. 9 This invention is attached Figure 6 Enlarged schematic diagram of part D in the middle.

[0048] Fig.10 This invention is attached Figure 6 Enlarged schematic diagram of part F in the middle.

[0049] Fig.11 This invention is attached Figure 6 Enlarged schematic diagram of the middle G section.

[0050] Fig.12 This invention is attached Figure 6 Enlarged schematic diagram of the middle K section.

[0051] Fig.13 It is a top view schematic diagram of an offshore wave-breaking dam arrangement of the present invention (with islands).

[0052] Fig.14 It is a schematic diagram of the arrangement of the first arc segment, the second arc segment and the third arc segment of the present invention.

[0053] Fig.15 It is a top view schematic diagram of the offshore aquaculture system layout of the present invention (one mode).

[0054] Fig.16 It is a top view schematic diagram of an offshore aquaculture system layout of the present invention (another way).

[0055] Fig.17 It is a schematic diagram of the coordination of a wave-breaking structure, a floating platform and a floating bridge according to the present invention.

[0056] Fig.18 This is a schematic diagram of NHRI digital model verification of an offshore aquaculture system of the present invention.

[0057] Fig.19 It is a schematic diagram comparing the internal flow velocity and the external flow velocity of an internal water area of ​​the present invention.

[0058] Fig. 20 It is a comparative schematic diagram of calculation of seawater permeability inside and outside an offshore wave-breaking dam of the present invention.

[0059] Fig.21 It is a schematic diagram of the ratio of the 12-hour average flow velocity in an offshore wave-breaking dam of the present invention to that in an unshielded state.

[0060] Fig. 22It is a schematic diagram of demonstrating the NHRI seawater exchange capacity of an offshore aquaculture system of the present invention.

[0061] Fig.23 It is a schematic diagram of the cooperation between the foundation and the wave-breaking box of the present invention.

[0062] Fig.24 It is a front schematic diagram of the cylinder structure of the present invention.

[0063] Fig.25 This invention is attached Fig.24 AA cross-sectional view.

[0064] Fig.26 It is a force diagram of the cylinder of the present invention (the foundation is not inserted into the seabed or riverbed).

[0065] Fig. 27 This is a schematic diagram of the normal earth pressure generated by the first filler of the present invention on the wall of the steel cylinder.

[0066] Fig.28 It is a schematic diagram of the micro-segment research on the wall of the steel cylinder of the present invention.

[0067] Fig.29 It is a schematic diagram of the longitudinal section of the structure of the cylinder of the present invention.

[0068] Fig.30 It is a schematic diagram of a vertical cross-section of the structure of the cylinder of the present invention (with a cover cap).

[0069] Fig.31 It is a schematic diagram of the structural front view of a wave-breaking structure of the present invention (with two wave-blocking arms).

[0070] Fig.32 This invention is attached Fig.31 Enlarged schematic diagram of part D in the middle.

[0071] Fig.33 It is a top view schematic diagram of the cooperation between the foundation of the present invention and the wave-breaking arm 1.

[0072] Fig.34 It is a schematic vertical cross-sectional view of the basis of the present invention (at least 2 reinforced concrete cylinders).

[0073] Fig.35 It is a vertical cross-sectional schematic diagram of the basis of the present invention as a wind power foundation.

[0074] Fig.36 It is a structural stereoscopic schematic diagram of a floating platform of the present invention.

[0075] Fig.37 It is a schematic diagram of the coordination of a floating platform and a factory building of the present invention.

[0076] Fig.38It is a structural schematic diagram of a breeding module of the present invention.

[0077] Fig.39 It is a structural schematic diagram of the net cage of the present invention. DETAILED DESCRIPTION

[0078] The present invention will be described in detail below in conjunction with the accompanying drawings.

[0079] In order to make the purpose, technical solution and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0080] Example 1

[0081] like Figure 1-3 As shown, an offshore sheltering wall described in this embodiment includes a first sheltering wall 85 arranged in an arc shape, wherein the first sheltering wall 85 is used to reduce the wave amplitude passing through the first sheltering wall 85, and a gate 853 for water flow to pass through is penetrated by the first sheltering wall 85, and an outward normal guide dike 851 and an inward wave-blocking dike 852 are arranged on the back-wave side of the gate 853, the outward normal guide dike 851 extends and protrudes toward the outer side of the arc of the first sheltering wall 85, and the inward wave-blocking dike 852 extends and protrudes toward the inner side of the arc of the first sheltering wall 85, and the end of the inward wave-blocking dike 852 away from the first sheltering wall 85 is inclined toward the gate 853.

[0082] The offshore sheltering wall described in this embodiment is installed by setting the first sheltering wall 85 along the downstream direction or in a direction close to the downstream direction, so that one end of the mouth 853 is close to the dorsolateral side and the other end is close to the wave-facing side. In this case, the first sheltering wall 85 becomes a part of the wave-breaking structure 8, and the wave-breaking structure 8 is used to enclose the internal water area 10 and reduce the wave amplitude of the internal water area 10. The inner side of the arc of the first sheltering wall 85 is the internal water area 10.

[0083] In the above installation situation, the outward normal flow guide dike 851 extends and protrudes toward the outer side of the arc of the first shielding wall 85, so that the outward normal flow guide dike 851 increases the tangential movement resistance of the water flow along the first shielding wall 85 on the side of the outward normal flow guide dike 851 of the first shielding wall 85, and the outward normal flow guide dike 851 is located on the back wave side of the gate 853, so that the outward normal flow guide dike 851 can be combined with the gate 853, which can effectively "grab" the water flow flowing through the periphery of the first shielding wall 85 into the gate 853, so as to increase the rate of water exchange on both sides of the first shielding wall 85, so that the first shielding wall 85 can achieve a better flow penetration effect, and at the same time, The wave-repelling side of the gate 853 protrudes inward to set an inward wave-blocking sloping dike 852, which is used to resist the waves of the water flow passing through the gate 853, so that the outward normal guide dike 851, the gate 853 and the inward wave-blocking sloping dike 852 cooperate with each other, which can not only increase the rate of water flow exchange on both sides of the first shielding wall 85, but also effectively reduce the degree of weakening of the wave-blocking effect caused by the opening of the gate 853. Therefore, it can effectively ensure the wave-breaking effect of the first shielding wall 85, so as to achieve the offshore shielding wall described in the present application with a better "wave-breaking and flow-through" effect. Furthermore, when it is set on both sides of the wave-breaking structure 8 along the flow direction of the water, it can better realize the water flow exchange on both sides of the wave-breaking structure 8.

[0084] like Figure 1 As shown, the first shielding wall 85 has a first dam section 855, and the first dam section 855 is arranged along the flow direction of the water flow, and the gate 853 is located at the first dam section 855. When the first dam section 855 is arranged along the flow direction of the water flow, the first dam section 855 is a position on the wave-breaking structure 8 where the water flow exchange capacity on both sides is relatively weak. In this case, the arrangement of the outward normal flow guide dike 851 increases the tangential movement resistance of the water flow attached to the outside of the first dam section 855, and the outward normal flow guide dike 851 is located on the back wave side of the gate 853, so that the outward normal flow guide dike 851 can be combined with the gate 853, which can effectively "grab" the water flow flowing through the periphery of the first shielding wall 85 and enter the gate 853. 53, in order to increase the rate of water flow exchange on both sides of the first dam section 855, so that the first shielding wall 85 can achieve a better flow-through effect. At the same time, the wave-receiving side of the gate 853 is protruding inward to set an inward wave-blocking sloping dike 852, which is used to resist the waves of the water flow passing through the gate 853, so that the outward normal guide dike 851, the gate 853 and the inward wave-blocking sloping dike 852 cooperate together, which can not only increase the rate of water flow exchange on both sides of the first shielding wall 85, but also effectively reduce the degree of weakening of the wave-blocking effect caused by the opening of the gate 853. Therefore, it can effectively ensure the wave-breaking effect of the first shielding wall 85, so as to achieve the offshore aquaculture dam described in the present application with a better "wave-breaking and flow-through" effect.

[0085] Specifically, the width B1 of the gate 853 is 30 to 50 m.

[0086] The lower part of the first shielding wall 85 is fixed on the seabed 39 or the riverbed.

[0087] On the basis of the above, a further preferred embodiment is that a first inner angle A1 is formed between the outward normal guide dike 851 and the inward wave-blocking dike 852, 90°<A1<180°, and the first inner angle opens toward the mouth 853.

[0088] The above scheme can be applied to areas where the deep sea water depth is more than 20m and the water flow is a rotating flow.

[0089] like Figure 3 As shown, based on the above, in a further preferred embodiment, the first concealing wall 85 has a first arc segment 801 , and at least a portion of the door 853 is located on the first arc segment 801 .

[0090] Example 2

[0091] like Figure 3 As shown, an offshore aquaculture dam described in this embodiment includes a wave-breaking structure 8, which encloses an internal water area 10. The wave-breaking structure 8 is used to reduce the wave amplitude of the internal water area 10. The wave-breaking structure 8 includes at least one section of an offshore shelter wall as described in Example 1, and a gate 853 for water flow to pass through is provided on the first shelter wall 85. An outward normal guide dike 851 and an inward wave-blocking dike 852 are provided on the wave-receiving side of the gate 853. The outward normal guide dike 851 extends and protrudes toward the side of the first shelter wall 85 away from the internal water area 10, and the inward wave-blocking dike 852 extends and protrudes toward the side of the first shelter wall 85 close to the internal water area 10. The end of the inward wave-blocking dike 852 away from the first shelter wall 85 is inclined toward the wave-facing side of the internal water area 10.

[0092] The offshore aquaculture dam described in this embodiment includes at least one section of a first shielding wall 85, wherein the outward normal flow guide dam 851 extends and protrudes toward one side of the first shielding wall 85, so that the outward normal flow guide dam 851 increases the tangential movement resistance of the water flow along the first shielding wall 85 on the side of the outward normal flow guide dam 851 of the first shielding wall 85, and the outward normal flow guide dam 851 is located on the back wave side of the mouth 853, so that the outward normal flow guide dam 851 can be combined with the mouth 853, and can effectively "grab" the water flow flowing through the periphery of the first shielding wall 85 into the mouth 853, so as to increase the resistance of the first shielding wall 85 on both sides. The rate of lateral water flow exchange enables the first shielding wall 85 to achieve a better flow-through effect. At the same time, the wave-receiving side of the gate 853 protrudes inward to set an inward wave-blocking sloping dike 852, which is used to resist the waves of the water flow passing through the gate 853, so that the outward normal guide dike 851, the gate 853 and the inward wave-blocking sloping dike 852 cooperate together, which can not only increase the rate of water flow exchange on both sides of the first shielding wall 85, but also effectively reduce the degree of weakening of the wave-blocking effect caused by the opening of the gate 853. Therefore, it can effectively ensure the wave-breaking effect of the first shielding wall 85, so as to achieve a better "wave-breaking and flow-through" effect of an offshore aquaculture dam described in the present application.

[0093] The offshore aquaculture dam described in this embodiment, when in use, the first shielding wall 85 is located on the side where the inward wave-blocking inclined dike 852 is located, which is the internal water area 10. The first shielding wall 85 has a first dam section 855, and the first dam section 855 is arranged along the flow direction of the water. The first dam section 855 is penetrated by a gate 853 for water flow to pass through, and the wave-proof side of the gate 853 is provided with an outward normal flow guide dike 851 and an inward wave-blocking inclined dike 852, and the outward normal flow guide dike 851 is far away from the first dam section 855. The first dam section 855 is extended and protruded from one side of the internal water area 10, the inward wave-blocking inclined dike 852 is extended and protruded toward the first dam section 855 near the internal water area 10, the outer end of the inward wave-blocking inclined dike 852 is inclined toward the wave-facing side of the internal water area 10, and the outward normal flow guide dike 851 is extended and protruded toward one side of the first shielding wall 85, so that the outward normal flow guide dike 851 increases the first shielding wall 85 located on the side of the outward normal flow guide dike 851. The water flows along the first shielding wall 85. The tangential movement resistance of the wall 85 is reduced, and the outward normal flow guide dam 851 is located on the back wave side of the gate 853, so that the outward normal flow guide dam 851 can be combined with the gate 853, which can effectively "grab" the water flowing through the periphery of the first shielding wall 85 and enter the gate 853, so as to increase the rate of water exchange on both sides of the first shielding wall 85, so that the first shielding wall 85 can achieve a better permeability effect, thereby making the internal water area 10 reach a good breeding environment with more oxygen exchange and more water exchange. At the same time, the gate 853 An inward wave-blocking sloping dike 852 is protruding inwardly on the wave-dorsal side of 53 to resist the waves of the water flow passing through the mouth 853, so that the outward normal guide dike 851, the mouth 853 and the inward wave-blocking sloping dike 852 cooperate with each other, which can not only increase the rate of water flow exchange on both sides of the first shielding wall 85, but also effectively reduce the degree of weakening of the wave-blocking effect caused by the opening of the mouth 853. Therefore, it can effectively ensure the wave-breaking effect of the first shielding wall 85, so as to achieve the offshore aquaculture dam described in the present application with a better "wave-breaking and flow-through" effect.

[0094] like Figure 2 As shown, on the basis of the above, a further preferred method is that a first inner angle A1 is formed between the outward normal guide dike 851 and the inward wave-blocking dike 852, 90°<A1<180°, and the first inner angle A1 opens toward the wave-facing side of the internal water area 10.

[0095] Example 3

[0096] like Figure 4 and 6As shown, the offshore aquaculture dam described in this embodiment is different from that in Embodiment 2 in that the wave-breaking structure 8 also includes at least one section of a fourth shielding wall 86, and the fourth shielding wall 86 is located on the wave-facing side of the internal water area 10. A first gate 861 is arranged between the fourth shielding wall 86 and the first shielding wall 85, and at the first gate 861, the end of the fourth shielding wall 86 overlaps with the end of the first shielding wall 85.

[0097] The setting of the first gate 861 can not only facilitate the entry and exit of ships and construction in the internal waters 10, but also facilitate the operation and maintenance of ships, and can also increase the water flow exchange effect. At the first gate 861, the end of the fourth shielding wall 86 overlaps with the end of the first shielding wall 85, effectively shielding the normal attack of the waves on the internal waters 10, that is, effectively reducing the wave height of the internal waters 10.

[0098] On the basis of the above, in a further preferred embodiment, the width B2 of the first door 861 is 100 to 200 m.

[0099] The setting of the first gate 861 can not only facilitate the entry and exit of ships, but also facilitate the operation and maintenance of ships, and can also increase the water flow exchange effect.

[0100] On the basis of the above, a further preferred method is that the overlapping length L1 between the end of the fourth shielding wall 86 and the end of the first shielding wall 85 is 100 to 300 m. The overlapping length is mainly considered to block the main incident path of the wave, and considering the wave diffraction, a certain overlapping length is required, preferably 100 to 300 m.

[0101] On the basis of the above, a further preferred method is that, at the first gate 861, the end of the fourth shielding wall 86 is located on the side of the end of the first shielding wall 85 away from the internal water area 10, which can effectively shield the normal attack of waves on the internal water area 10. At the same time, for the same area of ​​the internal water area 10, the wave-breaking structure 8 required by the above design is shorter, thereby saving more materials.

[0102] On the basis of the above, a further preferred embodiment is that the fourth shielding wall 86 is penetrated by a gate 2 862 for water to pass through, and an inward wave-blocking embankment 2 863 is provided on the side of the gate 2 862 away from the first shielding wall 85, and the inward wave-blocking embankment 2 863 extends from the fourth shielding wall 86 at one end close to the internal water area 10, and the outer end of the inward wave-blocking embankment 2 863 is inclined toward the first shielding wall 85.

[0103] On the basis of the above, a further preferred embodiment is that the number of the fourth concealing walls 86 is multiple, the multiple fourth concealing walls 86 are arranged in sequence along the circumference of the internal water area 10 , and at least one fourth concealing wall 86 is located on the wave-facing side of the internal water area 10 .

[0104] like Figure 5 As shown, on the basis of the above, a further preferred embodiment is that a second door 864 is provided between adjacent fourth concealing walls 86, and the ends of adjacent fourth concealing walls 86 located at the second door 864 are overlapped, wherein the end of the fourth concealing wall 86 away from the first concealing wall 85 is located on the outside of the end of the fourth concealing wall 86 close to the first concealing wall 85.

[0105] On the basis of the above, in a further preferred embodiment, the width B3 of the second door 864 is 100 to 200 m.

[0106] The second gate 864 is provided to facilitate the entry and exit of ships and construction in the internal waters, and also to facilitate the operation and maintenance of ships, and also to increase the water flow exchange effect.

[0107] The overlapping length L2 of the adjacent ends of the fourth shielding wall 86 is 100-300 m.

[0108] Example 4

[0109] like Figure 4-13 As shown, the offshore aquaculture dam described in this embodiment is different from that of Embodiment 2 or 3 in that at least one section of the second shielding wall 84 is further provided at the end of the first shielding wall 85 close to the dorsal side of the waves, and a third door 847 is provided between the second shielding wall 84 and the first shielding wall 85, and at least a part of the second shielding wall 84 is located on the dorsal side of the internal water area 10.

[0110] like Figure 7 As shown, on the basis of the above, a further preferred embodiment is that the second concealing wall 84 is penetrated by a gate three 841 for water to pass through, and the gate three 841 is provided inside with the first diversion dam 842, and the first diversion dam 842 divides the gate three 841 into a branch gate one 845 and a branch gate two 846, and the first diversion dam 842 includes a transverse dam 843 and a normal dam 844, and the transverse dam 843 is arranged along the length direction of the second concealing wall 84, and the end of the normal dam 844 extends toward the outside of the internal water area 10 and protrudes from the second concealing wall 84, and at least a part of the first diversion dam 842 is located on the back-wave side of the internal water area 10.

[0111] Since the gate three 841 is located on the leeward side of the internal water area 10 and has low wave protection requirements, the gate three 841 also serves as the main current exchange side. The gate three 841 is divided into the branch gate one 845 and the branch gate two 846 on both sides by the first diversion dam 842, which can not only make the first diversion dam 842 have a better diversion effect and allow more current to pass through the gate three 841, but also avoid the influence of the wave protection effect due to the excessive width of the gate three 841. At the same time, the materials originally arranged at the branch gate one 845 and the branch gate two 846 can be used as the normal dam 844 to meet the use requirements. Compared with diversion dams of other shapes, there is no need to increase the material of the diversion dam, which is more cost-effective.

[0112] On the basis of the above, in a further preferred manner, the end of the second concealing wall 84 close to the first concealing wall 85 is located on a side of the third gate 847 close to the internal water area 10 .

[0113] On the basis of the above, in a further preferred manner, at least one section of a third shielding wall 87 is further provided at the end of the second shielding wall 84 away from the first shielding wall 85, and a sixth door 871 is provided between the third shielding wall 87 and the second shielding wall 84, and the third shielding wall 87 and the first shielding wall 85 are located on opposite sides of the internal water area 10.

[0114] On the basis of the above, in a further preferred manner, the end of the third concealing wall 87 close to the second concealing wall 84 is located on the side of the sixth door 871 away from the internal water area 10.

[0115] On the basis of the above, a further preferred embodiment is that the number of the third concealing walls 87 is multiple, the multiple third concealing walls 87 are arranged in sequence along the circumference of the internal water area 10 , and a fifth door 872 is provided between adjacent third concealing walls 87 .

[0116] The ends of the adjacent third concealing walls 87 located at the fifth door 872 are overlapped.

[0117] At the fifth gate 872 , the end of the third shielding wall 87 close to the wave-facing side of the internal water area 10 is located on the side of the fifth gate 872 away from the internal water area 10 .

[0118] The internal water area 10 is surrounded by a first shielding wall 85, a second shielding wall 84, a third shielding wall 87 and a fourth shielding wall 86 which are arranged in sequence in the circumferential direction. The fourth shielding wall 86 is located on the wave-facing side of the internal water area 10, and the second shielding wall 84 is located on the wave-back side of the internal water area 10.

[0119] Through the above arrangement, on the basis of effectively weakening the wave height, it can also ensure that the water flow in the internal water area 10 has a better and higher flow rate, so as to achieve a better wave-proof and flow-through effect.

[0120] Example 5

[0121] like Figure 4 As shown, the offshore aquaculture dam described in this embodiment is different from that of Embodiment 2, 3 or 4 in that the wave-breaking structure 8 includes a first shielding wall 85, a second shielding wall 84, a third shielding wall 87 and a fourth shielding wall 86 which are arranged in sequence in the circumferential direction; the first shielding wall 85, the second shielding wall 84, the third shielding wall 87 and the fourth shielding wall 86 enclose an internal water area 10; at least a portion of the second shielding wall 84 is located on the back-wave side of the internal water area 10; at least a portion of the fourth shielding wall 86 is located on the front-wave side of the internal water area 10; at least a portion of the first shielding wall 85 is arranged along the wave flow direction; at least a portion of the third shielding wall 87 is arranged along the wave flow direction; a first door 861 is arranged between the fourth shielding wall 86 and the first shielding wall 85; At the first door 861, the end of the fourth concealing wall 86 is overlapped with the end of the first concealing wall 85; a third door 847 is arranged between the second concealing wall 84 and the first concealing wall 85, and at the third door 847, the end of the second concealing wall 84 is overlapped with the end of the first concealing wall 85; a sixth door 871 is arranged between the third concealing wall 87 and the second concealing wall 84, and at the sixth door 871, the end of the third concealing wall 87 is overlapped with the end of the second concealing wall 84; a fourth door 873 is arranged between the third concealing wall 87 and the fourth concealing wall 86, and at the fourth door 873, the end of the third concealing wall 87 is overlapped with the end of the fourth concealing wall 86.

[0122] A fourth door 873 is disposed between the fourth shielding wall 86 and the third shielding wall 87 . At the fourth door 873 , an end of the fourth shielding wall 86 and an end of the third shielding wall 87 are overlapped.

[0123] On the basis of the above, in a further preferred manner, at the fourth door 873 , the end of the fourth concealing wall 86 is located on the side of the end of the third concealing wall 87 away from the internal water area 10 .

[0124] The first gate 861, the second gate 864, the third gate 847, the sixth gate 871, the fifth gate 872 or the fourth gate 873 can facilitate ships to enter and exit the internal waters 10, as well as to carry out construction in the internal waters 10. It is also convenient for operating and maintaining ships, and also increases the water flow exchange effect inside and outside the internal waters 10.

[0125] On the basis of the above, in a further preferred manner, the wave-breaking structure 8 is arranged in a circular shape. Since the ratio of the circumference / area of ​​a circle is the smallest, under the condition of the same area of ​​the internal water area 10, the wave-breaking structure 8 is arranged in a circular shape. Compared with other shapes, the wave-breaking structure 8 is shorter, the cost of the wave-breaking structure 8 is lower, and the cost-effectiveness is higher.

[0126] An offshore wave-breaking dam described in this embodiment is configured, based on the wave flow direction, with a wave-breaking structure 8 comprising a first shielding wall 85, a second shielding wall 84, a third shielding wall 87 and a fourth shielding wall 86, wherein at least a portion of the second shielding wall 84 is located on the wave-dorsal side of the internal water area 10, at least a portion of the fourth shielding wall 86 is located on the wave-facing side of the internal water area 10, at least a portion of the first shielding wall 85 is arranged along the wave flow direction, and at least a portion of the third shielding wall 87 is arranged along the wave flow direction, the first shielding wall 85, the second shielding wall 84, the third shielding wall 87 and the fourth shielding wall 86 enclose the internal water area 10, and the first shielding wall 85, the second shielding wall 84, the third shielding wall 87 and the fourth shielding wall 86 are used to achieve a wave-breaking effect.

[0127] At the same time, based on the first door 861 set between the fourth shielding wall 86 and the first shielding wall 85, the third door 847 is set between the second shielding wall 84 and the first shielding wall 85, the sixth door 871 is set between the third shielding wall 87 and the second shielding wall 84, and the fourth door 873 is set between the third shielding wall 87 and the fourth shielding wall 86 to increase the rate of seawater exchange on both sides of the wave-breaking structure 8, so that the first shielding wall 85 can achieve a better flow-through effect. On this basis, through the end of the fourth shielding wall 86 and the end of the first shielding wall 85 The overlapping arrangement, the overlapping arrangement of the end of the second shielding wall 84 and the end of the first shielding wall 85, the overlapping arrangement of the end of the third shielding wall 87 and the end of the second shielding wall 84, and the overlapping arrangement of the end of the third shielding wall 87 and the end of the fourth shielding wall 86 can effectively reduce the degree of weakening of the wave-blocking effect caused by the opening of the first door 861, the third door 847, the sixth door 871 and the fourth door 873, so that the wave-breaking structure 8 can have a better "wave-proof and flow-through" effect, so that the offshore wave-breaking dam described in the present application has a better "wave-proof and flow-through" effect.

[0128] To sum up, the setting of the first gate 861, the third gate 847, the sixth gate 871 and the fourth gate 873 can not only facilitate the entry and exit of ships, construction in the internal waters 10, and operation and maintenance of ships, but also increase the seawater exchange effect. The overlapping setting of the wave-breaking structure 8 at the first gate 861, the third gate 847, the sixth gate 871 and the fourth gate 873 can effectively shield the normal attack of waves on the internal waters 10.

[0129] The wave-breaking structure 8 can be formed by the first shielding wall 85, the second shielding wall 84, the third shielding wall 87 and the fourth shielding wall 86 in combination with other structures, or can be composed of the first shielding wall 85, the second shielding wall 84, the third shielding wall 87 and the fourth shielding wall 86.

[0130] like Figure 5 , 9 , 10, 11 and 12, specifically, the overlapping length between the fourth shielding wall 86 and the first shielding wall 85 is L1, the overlapping length between the second shielding wall 84 and the first shielding wall 85 is L3, the overlapping length between the third shielding wall 87 and the second shielding wall 84 is L4, and the overlapping length between the third shielding wall 87 and the fourth shielding wall 86 is L5, wherein:

[0131] L1>L3, L1>L4; more specifically, L1 is 100~300m.

[0132] L5>L3, L5>L4; more specifically, L5 is 100~300m.

[0133] Since the first gate 861 and the fourth gate 873 are closer to or located on the wave-facing side of the internal water area 10 than the third gate 847 and the sixth gate 871, a longer overlapping length is set to reduce the degree of weakening of the wave-blocking effect caused by the opening of the first gate 861 and the fourth gate 873.

[0134] Specifically, the first door 861 has a width of H1, the third door 847 has a width of H2, the sixth door 871 has a width of H3, and the fourth door 873 has a width of H4, wherein:

[0135] H1<H2, H1<H3; more specifically, H1 is 100-200m.

[0136] H4<H2, H4<H3; more specifically, H4 is 100-200m.

[0137] At the first gate 861, the end of the fourth concealing wall 86 is located on the side of the end of the first concealing wall 85 away from the internal waters 10. Since the fourth concealing wall 86 is closer to the wave-facing side of the internal waters 10 than the first concealing wall 85, at the first gate 861, the end of the fourth concealing wall 86 is located on the side of the end of the first concealing wall 85 away from the internal waters 10. Compared with the case where the end of the fourth concealing wall 86 is located on the side of the end of the first concealing wall 85 away from the internal waters 10, it can more effectively shield the waves from attacking the internal waters 10 from the first gate 861 along the normal direction of the internal waters 10.

[0138] At the third gate 847, the end of the first concealing wall 85 is located on the side of the end of the second concealing wall 84 away from the internal waters 10. Since the first concealing wall 85 is closer to the wave-facing side of the internal waters 10 than the second concealing wall 84, at the third gate 847, the end of the first concealing wall 85 is located on the side of the end of the second concealing wall 84 away from the internal waters 10. Compared with the case where the end of the first concealing wall 85 is located on the side of the end of the second concealing wall 84 close to the internal waters 10, it can more effectively shield the waves from attacking the internal waters 10 along the normal direction of the internal waters 10 from the first gate 861.

[0139] At the sixth gate 871, the end of the third concealing wall 87 is located on the side of the end of the second concealing wall 84 away from the internal waters 10. Since the third concealing wall 87 is closer to the wave-facing side of the internal waters 10 than the second concealing wall 84, at the sixth gate 871, the end of the third concealing wall 87 is located on the side of the end of the second concealing wall 84 away from the internal waters 10. Compared with the case where the end of the third concealing wall 87 is located on the side of the end of the second concealing wall 84 close to the internal waters 10, it can more effectively shield the waves from attacking the internal waters 10 along the normal direction of the internal waters 10 from the sixth gate 871.

[0140] At the fourth gate 873, the end of the fourth concealing wall 86 is located on the side of the end of the third concealing wall 87 away from the internal waters 10. Since the fourth concealing wall 86 is closer to the wave-facing side of the internal waters 10 than the third concealing wall 87, the end of the fourth concealing wall 86 is located on the side of the end of the third concealing wall 87 away from the internal waters 10 at the fourth gate 873, which can more effectively shield the waves from attacking the internal waters 10 along the normal direction of the internal waters 10 at the fourth gate 873, compared with the end of the fourth concealing wall 86 being located on the side of the end of the third concealing wall 87 close to the internal waters 10.

[0141] At least a portion of the first shielding wall 85 is arranged in an arc shape.

[0142] On the basis of the above, in a further preferred embodiment, at least a portion of the second concealing wall 84 is arranged in an arc shape.

[0143] On the basis of the above, in a further preferred embodiment, at least a portion of the third shielding wall 87 is arranged in an arc shape.

[0144] On the basis of the above, in a further preferred embodiment, at least a portion of the fourth concealing wall 86 is arranged in an arc shape.

[0145] Specifically, the first shielding wall 85 has a first arc segment 801, at least a portion of the second shielding wall 84 is located on an extension path 800 in the length direction of the first arc segment 801; at least a portion of the third shielding wall 87 is located on an extension path 800 in the length direction of the first arc segment 801, and at least a portion of the fourth shielding wall 86 is located on an extension path 800 in the length direction of the first arc segment 801.

[0146] like Figure 6 and 14 As shown, by setting out the arc radius R1 of the first arc segment 801 and the position of the first arc segment 801 , an extended path 800 can be obtained, and the extended path 800 and the first arc segment 801 form a circle.

[0147] Since the circle has the smallest circumference / area ratio, under the same area condition of the internal water area 10, the first shielding wall 85 has a first arc segment 801, and at least a portion of the second shielding wall 84, at least a portion of the third shielding wall 87, and at least a portion of the fourth shielding wall 86 are all located on an extension path 800 in the length direction of the first arc segment 801, so that the wave-breaking structure 8 presents a shape similar to a circle. Compared with other shapes, the wave-breaking structure 8 is shorter, the cost of the wave-breaking structure 8 is lower, and the cost performance is higher.

[0148] The arc radius of the first arc segment 801 is R1, and the outer diameter of the wave-breaking structure 8 is D1, D1=2·R11+f1, where f1 is the first expansion coefficient, 0≤f1≤0.12. The wave-breaking structure 8 is arranged as a whole near a circle with the arc radius of the first arc segment 801 as the radius, so that the wave-breaking structure 8 presents a shape closer to a circle as a whole. Compared with other shapes, the length of the wave-breaking structure 8 is smaller, the cost of the wave-breaking structure 8 is lower, and the cost performance is higher.

[0149] On the basis of the above, in a further preferred manner, the second concealing wall 84 has a second arc segment 802, and at least a portion of the first concealing wall 85 is located on an extension path 800 in the length direction of the second arc segment 802; at least a portion of the third concealing wall 87 is located on an extension path 800 in the length direction of the second arc segment 802, and at least a portion of the fourth concealing wall 86 is located on an extension path 800 in the length direction of the second arc segment 802.

[0150] Since the circle has the smallest circumference / area ratio, under the same area condition of the internal water area 10, the second shielding wall 84 has a second arc segment 802, at least a portion of the first shielding wall 85, at least a portion of the third shielding wall 87 and at least a portion of the fourth shielding wall 86 are all located on the extension path 800 in the length direction of the first arc segment 801, so that the wave-breaking structure 8 presents a shape similar to a circle. Compared with other shapes, the wave-breaking structure 8 is shorter, the cost of the wave-breaking structure 8 is lower, and the cost performance is higher.

[0151] like Figure 6 and 14 As shown, by setting out the arc radius R2 of the second arc segment 802 and the position of the first arc segment 801 , an extended path 800 can be obtained, and the extended path 800 and the first arc segment 801 form a circle.

[0152] The arc radius of the second arc segment 802 is R2, and the outer diameter of the wave-breaking structure 8 is D1, D1=2·R21+f2, where f2 is the second expansion coefficient, 0≤f2≤0.12. The wave-breaking structure 8 is arranged as a whole near a circle with the arc radius of the second arc segment 802 as the radius, so that the wave-breaking structure 8 presents a shape closer to a circle as a whole. Compared with other shapes, the length of the wave-breaking structure 8 is smaller, the cost of the wave-breaking structure 8 is lower, and the cost performance is higher.

[0153] The first shielding wall 85 has a first arc segment 801, and the second shielding wall 84 has a second arc segment 802. The arc radius of the first arc segment 801 is R1, and the arc radius of the second arc segment 802 is R2. R1=R2(1±K1), 0≤K1≤0.1, and K1 is the arc coefficient.

[0154] The arc-shaped portion of the fourth concealing wall 86 is the third arc segment 803 , and the arc radius of the third arc segment 803 is R3 , R1 = R3 (1±K4), 0≤K4≤0.1, where K4 is the arc coefficient.

[0155] The arc-shaped portion of the fourth concealing wall 86 is the third arc segment 803 , and the arc radius of the third arc segment 803 is R3 , R2 = R3 (1±K5), 0≤K5≤0.1, where K5 is the arc coefficient.

[0156] The arc radius of the first arc segment 801 is R1, the arc radius of the second arc segment 802 is R2, and R1 = R2. Further preferably, the arc radius of the first arc segment 801 is R1, the arc radius of the second arc segment 802 is R2, and the arc radius of the third arc segment 803 is R3, and R1 = R2 = R3.

[0157] The first arc segment 801 and the second arc segment 802 are arranged concentrically. Further preferably, the first arc segment 801, the second arc segment 802 and the third arc segment 803 are arranged concentrically.

[0158] The internal water area 10 is surrounded by a first shielding wall 85, a second shielding wall 84, a third shielding wall 87 and a fourth shielding wall 86 which are arranged in sequence in the circumferential direction. The fourth shielding wall 86 is located on the wave-facing side of the internal water area 10, and the second shielding wall 84 is located on the wave-receiving side of the internal water area 10. Through the above arrangement, on the basis of effectively weakening the wave height, it can also ensure that the seawater in the internal water area 10 has a better and higher flow velocity, so as to achieve a better wave-proof and flow-through effect.

[0159] like Figure 4 and 6 As shown, the right side to the bottom of the figure [i.e. the east side, south side, and southeast side of the figure] faces the strong waves in the open sea, i.e. the wave-facing side. This direction not only has a high probability of waves, but also a long period, i.e. a long wavelength. Therefore, in order to achieve the same shielding effect in other directions, the overlapping length of the end of the fourth shielding wall 86 with the end of the first shielding wall 85 and the overlapping length of the end of the fourth shielding wall 86 with the end of the third shielding wall 87 are made longer than the overlapping length of the end of the second shielding wall 84 with the end of the first shielding wall 85 and the overlapping length of the end of the second shielding wall 84 with the end of the third shielding wall 87.

[0160] like Figure 18-22As shown, the offshore wave-breaking dam forms a circle to form a shielded sea area, namely the internal waters 10, which can effectively reduce the height of waves outside the field. A relatively "calm" sea area is formed. The above scheme is simulated by numerical simulation. By setting up an offshore wave-breaking dam, the offshore waves with an effective wave height of Hs = 10.6m and an average wave period of Tm = 13.0s can be reduced to a wave height of less than 3.0m. The overall plan layout of the marine ranch shielding structure adopted by this technical scheme can provide better wave shielding conditions for the cages used for aquaculture in the internal waters 10. The numerical simulation shows that the flow velocity in the field is only reduced by about 20-30% compared with the flow velocity without the shielding system compared with the flow velocity without the offshore wave-breaking dam. The above numerical model shows that the offshore wave-breaking dam described in this embodiment can not only provide better wave protection conditions for the cages used for aquaculture in the internal water area 10, but also ensure that the seawater in the internal water area 10 has a higher flow rate, so as to ensure the rate of seawater exchange on both sides of the offshore wave-breaking dam, so that the offshore wave-breaking dam can better achieve the effect of "wave-proof and flow-through".

[0161] On the basis of the above, in a further preferred manner, the wave-breaking structure 8 is arranged in a circular shape. Since the ratio of the circumference / area of ​​a circle is the smallest, under the condition of the same area of ​​the internal water area 10, the wave-breaking structure 8 is arranged in a circular shape. Compared with other shapes, the wave-breaking structure 8 is shorter, the cost of the wave-breaking structure 8 is lower, and the cost-effectiveness is higher.

[0162] Example 6

[0163] like Figure 1-22 As shown, the offshore wave-breaking dam described in this embodiment is different from Embodiment 2 or 3 or 4 or 5 in that the wave-breaking structure 8 includes at least two foundations 3 arranged at intervals, namely, at least one of the first shielding wall 85, the fourth shielding wall 86, the second shielding wall 84, the third shielding wall 87, the first arc segment 801, the second arc segment 802, the third arc segment 803, the first diversion dam 842, the transverse dam 843, the normal dam 844, the outward normal diversion dam 851, the inward wave-blocking dam 852, the first dam section 855 and the inward wave-blocking dam 863 includes at least two foundations 3 arranged at intervals, and a first channel 62 for water flow to pass through is provided between adjacent foundations 3, the lower part of the foundation 3 is fixed to the seabed 39 or the riverbed, and the upper part of the foundation 3 is located above the water surface 37 to block wind and waves.

[0164] Furthermore, at least one of the outward normal guide dike 851, the inward wave-blocking dike 852, the transverse dam 843, the normal dam 844 and the inward wave-blocking dike 863 includes at least two foundations 3 arranged in intervals.

[0165] Furthermore, the transverse dam 843 and the normal dam 844 each include at least two foundations 3 arranged at intervals. In the case of the above scheme: since the mouth gate 3 841 is located on the back-wave side of the internal water area 10, its wave protection requirements are low, and therefore the mouth gate 3 841 also serves as the main current exchange side. The mouth gate 3 841 is divided into a branch gate 1 845 and a branch gate 2 846 on both sides by the first diversion dam 842, which can not only make the first diversion dam 842 have a better diversion effect and allow more current to pass through the mouth gate 3 841, but also avoid the influence of the wave protection effect due to the excessive width of the mouth gate 3 841. At this time, the foundation 3 originally designed to be arranged at the branch gate 1 845 and the branch gate 2 846 can be used as the normal dam 844, which can meet the use requirements of the normal dam 844. Compared with diversion dams of other shapes, the above setting, the total number of foundations 3 and the pure arc-shaped foundation 3 arrangement scheme remain unchanged, and there is no need to increase the material of the diversion dam, which is more cost-effective.

[0166] like Figure 7 As shown, on the basis of the above scheme, a further preferred embodiment is that the foundation 3 is a cylinder structure 30, the cylinder structure 30 of the normal dam 844 is defined as a first cylinder structure 302, and the cylinder structure 30 of the first shielding wall 84 close to the transverse dam 843 is defined as a second cylinder structure 303, wherein: the net width between adjacent second cylinder structures 303 closest to the branch gate 1 845 is Q3, the outer diameter of the first cylinder structure 302 is Q1, the normal dam 844 has 2N1 first cylinder structures 302, wherein N1=1, 2, 3...N1, the width of the branch gate 1 845 along the length direction of the first shielding wall 84 is B4, then B4 satisfies:

[0167] B4=N1·Q1+(N1+1±N1·K)·Q3

[0168] In the above formula, K is the installation deviation coefficient, 0≤K≤0.3.

[0169] Through the above arrangement, B4=N1·Q1+(N1+1±N1·K)·Q3. In this case, the material of the cylindrical structure 30 originally arranged at the branch gate 1 845 and the branch gate 2 846 can be used as the normal dam 844 to meet the use requirements. Compared with other shapes of diversion dams, there is no need to increase the material of the diversion dam, which is more cost-effective.

[0170] The internal water area 10 is an area where the aquaculture modules 6 can be placed.

[0171] Specifically, the outer diameter of the foundation 3 is 20-40 m, and the net distance between adjacent foundations 3 can be 1-10 m. If necessary, different sections can adopt different diameters and different net distances according to the geological and sea conditions.

[0172] The foundation 3 can be a solid column, but when the outer diameter of the foundation 3 needs to exceed more than ten meters, or when the water depth is too deep, the deadweight is too large, and the requirements for transportation equipment are particularly high. The solid column cannot be applied or is difficult to construct. At this time, an optimized solution is: the foundation 3 adopts a cylinder 30 structure, and the cylinder 30 can be a uniform cross-section along the direction perpendicular to the length, or a variable cross-section that is small at the top and large at the bottom. The cross-section of the cylinder 30 along the direction perpendicular to the length is a circular, rectangular or polygonal shape. The lower part of the cylinder 30 is fixed to the seabed or riverbed, and the upper end of the cylinder 30 is located above the water surface 37. The cylinder 30 is filled with a first filler 31 to increase the deadweight of the cylinder, so that the structure of the cylinder 30 is more stable. The cylinder 30 preferably adopts a large-diameter steel cylinder, a large-diameter composite steel cylinder, a large-diameter reinforced concrete cylinder and other structures. The large diameter means that the outer diameter of the cylinder is generally ≥16m. According to the specific seabed geology, soft soil strata, uniform dense strata, silt strata and hard or heterogeneous strata, the construction methods of vibration sinking, air curtain high-pressure water jetting sinking, suction cylinder negative pressure sinking and excavation foundation trench prefabrication and installation are adopted respectively.

[0173] The diameter of the cylinder 30 is 20 to 40 m, and the net spacing between the cylinders 30 is 1 to 10 m. If necessary, different sections may adopt different diameters and different net spacings according to geological and sea conditions.

[0174] Both ends of the cylinder 30 are open, and the height of the cylinder 30 can meet the requirement of +2 to +12m above the water surface 37 to meet the general use on the ocean.

[0175] On the basis of the above, in a further preferred manner, the side wall of the cylinder 30 is closed. In offshore waters, in order to make the wave-breaking structure 8 better play the role of wind and wave resistance, the weight of the cylinder 30 is proportional to the wind and wave resistance, but if the weight of the cylinder 30 is too large, it will greatly increase the difficulty of hoisting and construction of the cylinder 30. Therefore, this problem is solved by filling the cylinder 30 with fillers, and the weight of the foundation 3 is increased by increasing the weight of the first filler 31 in the cylinder, while the transportation, hoisting, installation and other construction difficulties of the cylinder 30 are not increased.

[0176] like Fig.29 As shown, a concrete cushion layer 38 is provided on the top of the cylinder 30 .

[0177] like Fig.30As shown, in order to increase the sinking force, the top opening of the cylinder 30 is covered with a cap 36, so that a closed cavity is formed inside the cylinder 30, and an air extraction hole 361 is provided on the cap 36. When in use, the air extraction hole 361 is connected to the air extraction device, and the air extraction device extracts the gas inside the cylinder 30 through the air extraction hole 361, so that a negative pressure is formed in the cylinder, and a sinking suction force is obtained. The suction force works in conjunction with the gravity of the cylinder 30 to cause the cylinder 30 to sink, so that the bottom of the cylinder 30 reaches the seabed 39 or the riverbed. Afterwards, the cap 36 is removed, or a filling hole is provided on the cap 36, and the first filler 31 is filled into the cylinder 30.

[0178] Several preferred embodiments of the cylinder 30 are described below:

[0179] like Fig.25 As shown, a specific structure of the cylinder 30 is: the cylinder 30 is an integral structure, such as an integral concrete structure, or an integral steel cylinder structure, and is filled with a first filler 31. The upper and lower ends of the cylinder 30 are open, that is, not closed, to facilitate the sinking of the cylinder 30 and the filling. The concrete structure is preferably a cylinder made of reinforced concrete. The cross section of the cylinder 30 can be circular, elliptical, square or polygonal, and in the length direction, it can also be a uniform cross section or a variable cross section.

[0180] The side wall of the cylinder 30 is in an I-shaped cross section along its axial direction, so as to increase the overall strength and stability of the concrete cylinder.

[0181] On the basis of the above, a further preferred method is that the cylinder body 30 includes at least two cylinder structure units supported vertically in sequence, and the connection between adjacent cylinder structure units is closed and joined, including connection or crimping to prevent the first filler 31 from being exposed from the connection between adjacent cylinder structure units.

[0182] like Fig.29 , 34As shown in FIG. 35 , another preferred structural form of the cylinder 30 is that the cylinder 30 is a combined cylinder form: the cylinder 30 includes a combined cylinder structure composed of a concrete cylinder 32 and a steel cylinder 33 arranged in sequence along the length direction of the cylinder 30, the concrete cylinder 32 and the steel cylinder 33 are both filled with the first filler 31, the concrete cylinder 32 is located above the steel cylinder 33, and the connection between the concrete cylinder 32 and the steel cylinder 33 is closed and joined, and the closed joint includes a connection and a crimping method to prevent the filler in the cylinder from leaking out of the cylinder through the connection. When in use, the steel cylinder 33 is completely submerged in water, a part of the concrete cylinder 32 is located above the water surface 37, and the other part is located below the water surface 37, and the lower part of the steel cylinder 33 is fixed to the seabed 39 or the riverbed. The combined cylinder form formed by the steel cylinder 33 and the concrete cylinder 32 solves the corrosion problem in the splash zone through the concrete cylinder 32, and at the same time, the steel cylinder 33 can adapt to more geological conditions. At the same time, the combined cylinder combines the advantages of the upper concrete cylinder 32, which is heavy because the concrete strength-to-weight ratio is small, and the part above the water surface 37 is dry bulk density, and the lower steel cylinder 33 has the advantages of small friction resistance and thin wall in the underwater soil; the lower steel cylinder 33 has better tensile performance than the upper concrete cylinder 32. After the first filler 31 is filled, the side pressure of the cylinder increases with the depth in the combined cylinder. The steel cylinder 33 is arranged at the lower part of the combined cylinder to better meet the characteristics of the increase in cylinder wall tension caused by the circumferential tension of the cylinder 30, so that the overall combined cylinder has better structural performance. Among them, the steel cylinder 33 is filled with the first filler 31, and the concrete cylinder 32 is filled with the first filler 31 or partially filled with the first filler 31, depending on whether the foundation 3 itself is stable enough under the action of wind, waves and currents.

[0183] The two ends of the concrete cylinder 32 are open, and the two ends of the steel cylinder 33 are also open. The concrete cylinder 32 is preferably a reinforced concrete cylinder. According to the wave height of the water surface 37, the length of the concrete cylinder 32 along its length direction is H, 7m≤H≤30m, so that it meets the height direction from +2 to +12m above the water surface 37 to -15 to -5m below the water surface 37, so as to meet the general use of a foundation 3 of the present application on the ocean. The side wall of the concrete cylinder 32 is an I-shaped section along its axial direction, which is used to increase the overall strength of the concrete cylinder 32.

[0184] On the basis of the above, in a further preferred manner, the side walls of the concrete cylinder 32 and the side walls of the steel cylinder 33 are both closed. In offshore waters, in order to make the wave-breaking structure 8 better play a role in resisting wind and waves, the deadweight of the cylinder 30 is proportional to the wind and wave resistance. However, if the deadweight of the cylinder 30 is too large, the difficulty of hoisting the cylinder 30 will be greatly increased. Therefore, this application solves this problem by burying fillers inside the cylinder 30, and increases the deadweight of the foundation 3 by increasing the weight of the first filler 31 in the cylinder, while not increasing the difficulty of transportation, hoisting, and installation of the cylinder 30. Therefore, in actual construction, it is necessary to fill the space inside the cylinder 30 with the first filler 31 as much as possible. Therefore, in this application, the side walls of the concrete cylinder 32 and the side walls of the steel cylinder 33 are preferably closed structures to prevent the filler in the cylinder from overflowing from the cylinder 30. In this solution, the side walls of the concrete cylinder 32 and the side walls of the steel cylinder 33 are both sealed to prevent the first filler 31 from leaking out of the side walls of the cylinder 30, or the first filler 31 cannot fill the internal space of the concrete cylinder 32 well due to the openings in the side walls of the concrete cylinder 32, resulting in a significant increase in construction costs.

[0185] The concrete cylinder 32 is preferably made of reinforced concrete, and its cross section may be circular, elliptical, square or polygonal, and its length direction may be uniform or variable.

[0186] The cross section of the steel cylinder 33 is preferably circular, elliptical, square or polygonal, etc., and in its length direction, it can also be a constant cross section or a variable cross section. The steel cylinder 33 is coaxially arranged with the concrete cylinder 32, and manufacturing errors can be allowed.

[0187] On the basis of the above, a further preferred method is that the wall thickness of the steel cylinder 33 is T1, and the wall thickness of the concrete cylinder 32 is T2, 10≤T2 / T1≤200. Under the same outer diameter specification, since the wall thickness of the steel cylinder 33 is much smaller than the wall thickness of the concrete cylinder 32, the overall weight of the foundation 3 of the present application is much lighter than that of the reinforced concrete cylinder with the same outer diameter specification, thereby enabling more existing prefabricated construction processes and equipment to meet its transportation and sinking construction.

[0188] On the basis of the above, in a further preferred manner, the concrete cylinder 32 and the steel cylinder 33 are sealedly connected by concave-convex fitting, crimping or bolt connection.

[0189] The bottom of the concrete cylinder 32 is connected to the steel cylinder 33. It mainly plays two roles: first, the concrete cylinder 32 is connected to the steel cylinder 33, which facilitates the integral lifting of the concrete cylinder 32 and the steel cylinder 33; second, it serves as a specific measure to limit the lateral movement of the concrete cylinder 32 relative to the steel cylinder 33.

[0190] On the basis of the above, in a further preferred manner, the concrete cylinder 32 includes at least two reinforced concrete cylinder units 321 vertically supported in sequence, and the connection between adjacent reinforced concrete cylinder units 321 is closed and joined, including a connection or crimping method to prevent the first filler 31 from being exposed from the connection between adjacent reinforced concrete cylinder units 321. The connection between adjacent reinforced concrete cylinder units 321 is closed and joined, and is preferably the same as the specific structure of the closed connection between the concrete cylinder 32 and the steel cylinder 33 in the present embodiment.

[0191] On the basis of the above, in a further preferred embodiment, the maximum outer diameter of the upper portion of the concrete cylinder 32 is smaller than the maximum outer diameter of the lower portion.

[0192] The offshore wave-breaking dam described in this embodiment has a concrete cylinder 32 at the top and a steel cylinder 33 at the bottom. When in use, the steel cylinder 33 is completely submerged in water, a part of the concrete cylinder 32 is located above the water surface 37, and the other part is located below the water surface 37. The combined cylinder formed by the steel cylinder 33 and the concrete cylinder 32 solves the corrosion problem in the splash zone through the concrete cylinder 32, and at the same time, the steel cylinder 33 can adapt to more geological conditions. At the same time, the combined cylinder combines the advantages of the upper concrete cylinder 32 being heavy because the concrete strength-to-weight ratio is small, and the part above the water surface 37 is dry bulk density, and the lower steel cylinder 33 has a small sinking friction resistance in the underwater soil; the lower steel cylinder 33 has better tensile performance than the upper concrete cylinder 32, matching the characteristics that the lateral pressure of the first filler 31 in the cylinder increases with the depth, and the circumferential tension of the cylinder body 30 causes the cylinder wall tension to increase, and the structural performance is excellent. A combination of an upper concrete cylinder and a lower steel cylinder is adopted. The concrete cylinder is located in the water area and the water level change area, i.e., the splash zone, and the part located in the water area also serves as a cap for the upper structure. The steel cylinder is located in the submerged area, i.e. below the water surface 37, and in the buried area, i.e. the seabed 39 or the riverbed, and the buried area also serves as a construction sinking structure. The steel cylinder 33 and the concrete cylinder 32 are permanently connected downward by gravity through the groove reserved in the concrete cylinder 32 and its own weight because the concrete cylinder 32 is on top. The system stiffness comes from the combination of concrete and steel structure, as well as the geometric stiffness brought by the lateral earth pressure of the first internal filler. The construction is convenient and the construction cost is low. Because the concrete cylinder 32 provides its own weight, its vertical I-shaped section strengthens the system stiffness during construction, which is particularly important for construction under long-period wave conditions in the open sea. The steel cylinder 33 has a thin wall and a large diameter, so the "soil squeezing effect" existing at the ends of other piles or caissons can be avoided during sinking. Moreover, during sinking, the lateral soil friction between the steel wall of the steel cylinder 33 and the soil layer is less than that of the concrete wall. In summary, the cost of auxiliary sinking construction measures can be minimized. The above-mentioned disturbance to the land can also be optimized. The soil strength recovers quickly after sinking, which is conducive to obtaining higher stability in the offshore environment of the cylinder 30. From the perspective of material use, this scheme combines the respective advantages of steel structure and concrete structure. The corrosion problem in the water level change area and the splash zone is serious. The concrete structure has good anti-corrosion performance. The concrete cylinder is set in a height range covering this range. The lateral pressure of the first filler in the cylinder increases with the depth, and the circumferential tension of the cylinder causes the tension of the cylinder wall to increase. The steel structure is set at the bottom. In summary, the structural performance is excellent.

[0193] In the solution of this embodiment, the lower part of the foundation 3 is fixed to the seabed 39 or the riverbed in the following preferred manner, specifically taking the cylinder 30 as an example:

[0194] Method 1: If Fig.26 As shown, the lower part of the cylinder 30 is inserted into the seabed 39 or the riverbed. When waves or sea winds apply lateral external loads F to the upper part of the cylinder 30, 外 The soil below the seabed or riverbed can exert an external load F on the cylinder 30. 外The opposite passive earth pressure F 被 , so that the overall deadweight of the cylinder 30 described in this embodiment can provide an external load F 外 Most of the resistance capacity can meet the requirements without providing resistance to external loads F 外 The total resistance of the cylinder 30 can be effectively reduced under the same force requirements. Specifically, during use, the gravity of the cylinder 30 accounts for about 80% of the resistance, and the passive earth pressure F 被 It accounts for about 20% of the resistance.

[0195] Method 2: If Fig.23 As shown, a guard 310 is provided on the outer side of the lower part of the cylinder 30, and the guard 310 is provided on the seabed 39 or the riverbed. At this time, whether the lower part of the cylinder 30 is inserted into the seabed 39 or the riverbed can be selected according to the on-site conditions. When the cylinder 30 is a combined cylinder, at this time, the lower part of the lower steel cylinder 33 is inserted into the seabed 39 or the riverbed, or placed on the seabed 39 or the riverbed, and a guard 310 is provided on the outer side of the lower part of the steel cylinder 33.

[0196] When the seabed 39 or the riverbed is under a hard rock foundation, it is difficult to insert the bottom of the cylinder 30 into the seabed 39 or the riverbed. In this case, when considering placing the lower part of the cylinder 30 on the seabed 39 or the riverbed, a further preferred method is: the lower part of the cylinder 30 is connected to a bottom cover, and a water-permeable hole is provided through the bottom cover. Take the combined cylinder as an example: the lower part of the steel cylinder 33 is connected to a bottom cover. When the cylinder 30 is sunk for construction, the water outside the cylinder 30 can enter the cylinder 30 through the water-permeable hole, thereby having little effect on the sinking construction of the foundation 3. When the first filler 31 is filled in the cylinder 30, the self-weight of the first filler can exert pressure on the bottom cover. Since the bottom cover is connected to the lower part of the steel cylinder 33, the pressure exerted on the bottom cover by the self-weight of the first filler can make the cylinder 30 have better stability.

[0197] Method 3: If Fig.25 As shown, the bottom end surface of the foundation 3 is provided with a base extending inward and outward. Specifically, taking the cylinder 30 as an example, the bottom end surface of the cylinder 30 is provided with a base extending inward and outward. The part of the base extending to the outside of the cylinder 30 is the outer extension part 331, and the part of the base extending to the inside of the cylinder is the inner extension part 335. The base of the cylinder 30 is placed in a base groove 391 opened on the seabed or riverbed, and the second filler 392 buried in the base groove 391 presses the outer extension part 331. The lower part of the cylinder 30 is stably fixed to the seabed or riverbed through the lateral pressure of the second filler 392 on the lower part of the cylinder 30 and the vertical downward pressure of the second filler 392 on the outer extension part 331.

[0198] Specifically, a foundation trench 391 is excavated on the seabed 39 or riverbed, and an outer extension portion 331 extending toward the outer side of the side wall of the cylinder 30 is provided at the lower part of the cylinder 30; during construction, the lower part of the cylinder 30 is sunk into the foundation trench 391, and then the second filler 392 is backfilled in the foundation trench 391, so that at least a part of the second filler 392 is arranged on the outer extension portion 331. The lower part of the foundation 3 is stably fixed to the seabed 39 or riverbed through the lateral pressure of the second filler 392 on the lower part of the foundation 3 and the vertical downward pressure of the second filler 392 on the outer extension portion 331.

[0199] The lower part of the cylinder 30 is provided with an inner extension portion 335 extending toward the inner side of the side wall of the cylinder 30. At least a part of the first filler 31 is arranged on the outer extension portion 331. The first filler 31 generates a vertical downward pressure on the inner extension portion 335, thereby making the lower end of the cylinder 30 more stable.

[0200] like Fig.33 As shown by the middle arrow, the first channel 62 is a multi-bend channel. The multi-bend channel is a channel with at least three bends. By setting the first channel 62 as a multi-bend channel, the forward path of the wave can be changed to a multi-bend path, thereby achieving the purpose of both reducing the wave height and allowing a certain amount of water to pass through the wave-breaking structure 8.

[0201] On the basis of the above, in a further preferred manner, the lower parts of the first shielding wall 85, the second shielding wall 84, the third shielding wall 87 and the fourth shielding wall 86 are all fixed to the seabed 39 or the riverbed.

[0202] The wave-breaking structure 8 includes at least two foundations 3 arranged at intervals, and a wave-breaking box 54 is arranged on the top of the adjacent foundations 3. The foundations 3 are also provided with a wave-blocking arm 41 extending toward the adjacent foundations 3. The wave-blocking arm 41 forms the first channel 62 with the foundation 3 on the other side. Through the wave-blocking arm 41, the outer diameter of the foundation 3 can be effectively reduced while keeping the first channel 62 unchanged, thereby greatly reducing the manufacturing and installation cost of the foundation 3.

[0203] The main body of the wave-breaking structure is formed by the interval-arranged foundations 3, and then a wave-blocking arm 41 for wave-breaking is arranged between the adjacent foundations 3. The wave-blocking arm 41 reduces the net width of the channel of the adjacent foundations 3 to increase the flow length of the water particles caused by the waves inside and outside the wave-breaking structure, thereby playing a role in quickly consuming the wave energy. The combination of the foundation 3 and the wave-blocking arm 41 is used to reduce the channel area of ​​the wave, while changing the wave forward path, increasing the flow length of the wave water particles, thereby achieving the purpose of reducing the wave height. At the same time, since the wave-blocking arm 41 can only reduce the net width of the channel of the adjacent foundation 3, but does not completely isolate the channel of the adjacent foundation 3, the air permeability of the two sides of the wave-breaking structure described in the present application can be effectively guaranteed, thereby achieving the purpose of being water-permeable but not wave-permeable, thereby greatly reducing the impact on the marine ecological environment. At the same time, the wave-breaking box 54 is used to form the adjacent foundations 3 into a whole, which not only plays a role in reducing the overtopping of waves and preventing waves from turning over from the upper part, but also increases the synergistic force of the wave-breaking structure, and the overall stability is better during extreme weather in the open sea. At the same time, due to the use of the combination of foundation 3 and wave-breaking arm 41, compared with the wave-breaking method of using only foundations 3 arranged in rows, to achieve the same wave-breaking effect, the combination of foundation 3 and wave-breaking arm 41 can effectively reduce the outer diameter of foundation 3, especially the outer diameter when foundation 3 has a circular cross-section, thereby greatly reducing the amount of engineering work and effectively reducing engineering costs and construction period.

[0204] like Fig.31 As shown, the wave-breaking box 54 is formed by sequentially connecting a plurality of box units 53. The wave-breaking box 54 is provided with a plurality of functional rooms and passages, and the passages can be used for pedestrians or vehicles.

[0205] A wave-breaking box 54 is arranged on the top of the adjacent foundation 3, and the adjacent foundation 3 is formed into a whole through the wave-breaking box 54, so that the whole structure is more stable and has better impact resistance. At the same time, the wave-breaking box 54 of a certain height can increase the purpose of the wave-breaking structure described in this embodiment to reduce higher waves. Moreover, a plurality of functional rooms, passages and other places are arranged in the wave-breaking box 54 for daily life and work.

[0206] like Fig.31As shown, the wave-blocking arm 41 is specifically as follows: in one case, a wave-blocking arm 41 extending toward the adjacent foundation 3 is provided on one of the foundations 3, and the wave-blocking arm 41 can be one, two, or multiple; in another case, the adjacent foundations 3 are each provided with the wave-blocking arm 41 extending toward another foundation 3. In this case, a better solution is: thereby changing the forward path of the wave into a multi-bend path, thereby achieving the purpose of reducing the wave height. The cross-sectional area of ​​the foundation 3 can be of any shape, which can be circular or rectangular, wherein the cross section of the foundation 3 is preferably circular, and the wave-blocking arm 41 is arranged along the normal direction of the circle. The cross section of the foundation 3 is circular, and its arc-shaped side surface can effectively reduce the impact of waves on the foundation 3. Moreover, the wave-blocking arm 41 is arranged along the normal direction of the circle, so that under the condition of achieving the same wave-breaking effect, the required extension length of the wave-blocking arm 41 is shorter and its cost is lower.

[0207] When the cylinder 30 is a concrete cylinder structure, the concrete cylinder structure and the wave-breaking arm 41 are prefabricated as a whole, and both are concrete structures. On this basis, the wave-breaking arm 41 includes a vertically arranged column structure, and the column structure is prefabricated as a whole with the concrete cylinder 32, so that the concrete cylinder structure and the wave-breaking arm 41 are better demoulded when they are prefabricated as a whole. Specifically, the cross-section of the column structure is preferably rectangular or trapezoidal or toothed or circular arc or triangular. A boss extending toward the horizontal outside is provided on the top of the side wall of the concrete cylinder structure, which can reverse part of the waves and effectively reduce the total overtopping of the offshore aquaculture system.

[0208] When the cylinder 30 is in the form of a combined cylinder, the concrete cylinder 32 and the wave-breaking arm 41 are prefabricated as a whole, and both are concrete structures. On this basis, the wave-breaking arm 41 includes a vertically arranged column structure, and the column structure is prefabricated as a whole with the concrete cylinder 32, so that the concrete cylinder 32 and the wave-breaking arm 41 are better demoulded when they are prefabricated as a whole. Specifically, the cross-section of the column structure is preferably rectangular or trapezoidal or toothed or circular arc or triangular. A boss extending toward the horizontal outside is provided on the top of the side wall of the concrete cylinder 32, which can reverse part of the waves and effectively reduce the total overtopping of the offshore aquaculture system.

[0209] An offshore aquaculture system described in the present embodiment forms the foundation of a wave-breaking structure by means of intervally arranged foundations 3, and a wave-breaking arm 41 for wave-breaking is arranged between adjacent foundations 3. The wave-breaking arm 41 reduces the net width of a channel adjacent to the foundations 3, and the combination of the foundation 3 and the wave-breaking arm 41 is used to reduce the channel area of ​​the waves and change the wave advancing path, thereby achieving the purpose of reducing the wave height. At the same time, since the wave-breaking arm 41 only reduces the net width of a channel adjacent to the foundation 3 but does not completely isolate the channel adjacent to the foundation 3, the air permeability on both sides of the wave-breaking structure described in the present embodiment can be effectively guaranteed, thereby achieving the purpose of being water-permeable but not wave-permeable, thereby greatly reducing the impact on the marine ecological environment.

[0210] On the basis of the above, in a further preferred manner, a second wave-blocking arm 42 is further provided at the lower part of the wave-blocking arm 1 41, and the second wave-blocking arm 42 is flexibly connected to at least one side of the steel cylinder 33. During use, a portion of the wave-blocking arm 1 41 is located above the water surface 37, and another portion is located below the water surface 37, and the second wave-blocking arm 42 is completely located below the water surface 37.

[0211] When waves hit the wave-breaking structure described in this embodiment, the foundation of the wave-breaking structure is formed by the interval-arranged foundations 3, and then a wave-blocking arm 41 for wave-breaking is arranged between the adjacent foundations 3. The wave-blocking arm 41 is used to reduce the net width of the channel of the adjacent foundation 3, and the combination of the foundation 3 and the wave-blocking arm 41 is used to reduce the channel area of ​​the waves, and at the same time, the wave forward path is changed, thereby achieving the purpose of reducing the wave height. At the same time, since the wave-blocking arm 41 can only reduce the net width of the channel of the adjacent foundation 3, but does not completely isolate the channel of the adjacent foundation 3, the air permeability on both sides of the wave-breaking structure described in this embodiment can be effectively guaranteed, thereby achieving the purpose of being water-permeable but not wave-permeable, thereby greatly reducing the impact on the marine ecological environment. At the same time, the swing of the underwater wave-blocking arm 42 is used to disrupt the underwater waves so that they can cooperate with the wave-blocking arm 41, which can achieve a better wave-breaking effect without having a significant impact on the water permeability.

[0212] Since the second wave-blocking arm 42 is located at the lower part of the first wave-blocking arm 41, the second wave-blocking arm 42 is often below the water surface 37. The second wave-blocking arm 42 is flexibly connected to at least one side of the foundation 3, so that when the surge waves below the low water surface 37 hit the second wave-blocking arm 42, the second wave-blocking arm 42 swings, thereby disturbing the surge waves below the low water surface 37, thereby achieving the purpose of reducing the intensity of the surge waves below the water surface 37.

[0213] There is a gap between the second wave-blocking arm 42 and the adjacent foundation 3, so that the second wave-blocking arm 42 can also achieve the purpose of being water-permeable but not wave-permeable, thereby greatly reducing the impact on the marine ecological environment.

[0214] like Fig.31 and 32 As shown, taking the combined cylinder form as an example: the steel cylinder 33 is provided with an attachment 43, the second wave-blocking arm 42 is correspondingly connected with a first flexible member 44, the second wave-blocking arm 42 is flexibly connected to at least one side of the steel cylinder 33 through the first flexible member 44, and the first flexible member 44 is connected to the corresponding attachment 43. Compared with the method of welding the second wave-blocking arm 42 to the steel cylinder 33, the difficulty of underwater installation by the installer can be greatly reduced by connecting the first flexible member 44 to the corresponding attachment 43.

[0215] The first flexible member 44 and the corresponding attachment member 43 may also be interlocked.

[0216] Since the second wave-blocking arm 42 is located at the lower part of the first wave-blocking arm 41, during construction, the second wave-blocking arm 42 is often below the water surface 37 to reduce the strength of the waves under the water surface 37. At this time, the difficulty of underwater installation by the installer is greatly reduced by the hanging method; at the same time, the swing of the second wave-blocking arm 42 can also enhance the effect of reducing the strength of the waves under the water surface 37, and will not have a significant impact on the water permeability. Specifically, the first flexible member 44 is a flexible rope or a spring rope, and the outer side of the flexible rope or the spring rope can be provided with an anti-corrosion plastic package to increase the anti-corrosion probability of the flexible rope or the spring rope.

[0217] like Fig.31 As shown, the upper part of the second wave-blocking arm 42 is vertically connected with a third flexible member 453 for vertically fixing the second wave-blocking arm 42. The upper part of the third flexible member 453 is connected to the upper part of the reinforced concrete cylinder 32 located above the water surface 37.

[0218] like Fig.25 As shown, a boss 301 extending horizontally outward is arranged on the top of the side wall of the foundation 3. The boss 301 is selectively used in the wave area of ​​the foundation 3 to reverse part of the waves and effectively reduce the total overtopping of the embankment.

[0219] like Fig.29 As shown, the concrete cylinder 32 includes at least two reinforced concrete cylinder units 321 vertically supported in sequence, and adjacent reinforced concrete cylinder units 321 are closed.

[0220] The wave-breaking box 54 is provided with a room and / or a passage. The portion of the wave-breaking structure 8 on the wave-facing side is higher than the portion on the wave-back side. This makes the overall cost of the offshore aquaculture system lower. A harbor is provided on the wave-back side of the wave-breaking structure 8; a room, a helipad or a lighthouse is provided on the wave-breaking structure 8.

[0221] On the basis of the above, in a further preferred manner, there are at least two internal water areas 10, wherein at least two adjacent internal water areas 10 share at least one section of the wave-breaking structure 8.

[0222] like Fig.35 As shown, a wind power device 7 is provided on part of the foundation 3. Specifically, for example, a wind turbine, a concrete structure 71 is provided on the foundation 3 to install and fix the wind power device 7. The concrete cylinder 32 can be a cylinder of equal diameter, or a cone cylinder with a small top and a large bottom. An energy storage station is also provided on the foundation 3, and the wind power device 7 is electrically connected to the energy storage station. An energy storage station is also provided on the foundation 3 to convert the electricity generated by the wind power device 7 into stable output electricity, thereby meeting the power demand in the offshore aquaculture system.

[0223] A portion of the interval-arranged foundation 3 is located below the water surface 37, and the bottom of the foundation 3 is inserted into the seabed 39 or the riverbed to form the main body of the wave-breaking structure 8. A wave-breaking arm 41 for wave-breaking is arranged between adjacent foundations 3. The wave-breaking arm 41 is used to reduce the net width of the channel of the adjacent foundation 3. The combination of the foundation 3 and the wave-breaking arm 41 is used to reduce the channel area of ​​the waves, and at the same time, the wave advancing path is changed, thereby achieving the purpose of reducing the wave height. At the same time, since the wave-breaking arm 41 can only reduce the net width of the channel of the adjacent foundation 3, but does not completely isolate the channel of the adjacent foundation 3, the air permeability of both sides of the offshore aquaculture system described in this embodiment can be effectively guaranteed, thereby achieving the purpose of being water-permeable but not wave-permeable, thereby greatly reducing the impact on the marine ecological environment. At the same time, the wave-breaking box 54 is used to form the adjacent foundations 3 into a whole, which not only increases the height of the wave-breaking, but also increases the overall rigidity of the wave-breaking structure to achieve a better wave-breaking effect. The concrete cylinder 32 and the steel cylinder 33 are prefabricated separately. Compared with the existing integrally prefabricated concrete cylinder 32 or steel cylinder 33, the single-piece prefabricated specifications are greatly reduced, the prefabrication difficulty is greatly reduced, and compared with the integrally prefabricated reinforced concrete cylinder, the requirements for transportation tools are greatly reduced. At the same time, during the sinking process, the combined cylinder combines the advantages of the heavy weight of the upper concrete cylinder 32 because the concrete strength-to-weight ratio is small, and the part above the water surface 37 is dry bulk density, and the lower steel cylinder 33 has small sinking friction in the underwater soil. It can sink to the designed elevation by relying on its own weight and be installed in place. Compared with the integrally prefabricated steel cylinder that requires special vibration equipment to vibrate and sink, the construction cost and construction difficulty are greatly reduced. At the same time, before sinking, the wave-breaking arm 1 41 is connected to the concrete cylinder 32, which effectively reduces the difficulty of on-site construction. Moreover, the attachment 43 is first connected to the steel cylinder 33, and then the wave-breaking arm 2 42 is sunk underwater. The wave-breaking arm 2 42 is flexibly connected to the corresponding attachment 43 underwater, which greatly reduces the difficulty of on-site underwater construction compared to on-site underwater welding operations. At the same time, this form also effectively avoids the problem of large deformation of the steel cylinder 33 caused by large-area welding between the wave-breaking arm 2 42 and the steel cylinder 33, and provides a guarantee for the connection accuracy between the concrete cylinder 32 and the steel cylinder 33.

[0224] The concrete cylinder 32 is prefabricated on land or on an assembly line in a prefabrication factory, and the wave-breaking arm 1 41 is prefabricated integrally with the concrete cylinder 32; the attachment 43 is welded or threadedly connected to the steel cylinder 33; after the combined cylinder body 30 sinks to the designed elevation, the cylinder is filled with sand or partially filled with sand. If necessary, the sand filling height and the necessity of vibration flushing depend on the size of the offshore load, an anti-scouring tank 310 is piled up on the outside of the steel cylinder 33, and the inside of the cylinder body 30 is filled with silt and partially solidified. The necessity depends on the size of the offshore load. At the same time, the wave-breaking arm 2 42 is sunk underwater, and the operator flexibly connects the wave-breaking arm 2 42 to the corresponding attachment 43.

[0225] A breeding module 6 for breeding fish or algae is arranged in the internal water area 10, and a wave-breaking structure 8 is arranged outside the internal water area 10. A first channel 62 is arranged between adjacent foundations 3, which can realize the exchange between the water body outside the wave-breaking structure 8 and the surrounded internal water area 10, thereby further meeting the water quality requirements in the internal water area 10; the wave-breaking structure 8 effectively reduces or eliminates the adverse effects of adverse environmental loads, mainly wind, wave and current environmental loads, on the internal water area 10, and the lower part of the foundation 3 is fixed to the seabed 39 or the riverbed. Compared with the floating breakwater, the fixed wave-breaking structure 8 of this embodiment forms a very stable wave-breaking structure, which can not only effectively reduce the strong Waves, at the same time, can also reduce the intensity of the surge under the water surface 37, so that a relatively stable flow field suitable for aquaculture, such as wave height, water flow rate, etc., is formed in the internal water area 10, thereby providing a calmer and more suitable living environment for the cultured fish or algae, greatly increasing the aquaculture efficiency of the aquaculture module 6; at the same time, since the present application adopts a fixed wave-breaking structure 8 structure, the structure provides a calmer water environment for the enclosed internal water area 10, thereby reducing the requirements for the wind and wave resistance level of the aquaculture module 6 in the internal water area 10, so that the offshore aquaculture module 6, such as the offshore cage, can still be used in the open sea area, thereby effectively reducing the aquaculture cost of the aquaculture module 6.

[0226] Example 7

[0227] like Figure 1-39 As shown, an offshore aquaculture system described in this embodiment includes an offshore aquaculture dam as described in Example 2 or 3 or 4 or 5 or 6, and a farming module 6 for aquaculture is arranged in the internal waters 10. An offshore aquaculture system described in this embodiment, a wave-breaking structure 8 is arranged on the periphery of the internal waters 10, and a farming module 6 for aquaculture is arranged in the internal waters 10, and the wave-breaking structure is used to reduce the wave amplitude of the internal waters 10, wherein the wave-breaking structure 8 on the periphery of the internal waters 10 is surrounded by a first shielding wall 85, a fourth shielding wall 86, a second shielding wall 84 and a third shielding wall 87 to form a wave-breaking structure 8, or at least one of the first shielding wall 85, the fourth shielding wall 86, the second shielding wall 84 and the third shielding wall 87 is combined with other fixed structures to form a wave-breaking structure 8, and other fixed structures are one or more of islands 72, reefs, artificial islands, offshore artificial platforms, and cofferdams.

[0228] Further, when at least one of the first shielding wall 85 , the fourth shielding wall 86 , the second shielding wall 84 and the third shielding wall 87 is joined with other fixed structures to form a circle, the first shielding wall 85 is included.

[0229] On the basis of the above, a further preferred embodiment is that all the aquaculture modules 6 in the outermost circle of aquaculture modules 6 are radially arranged along the wave-breaking structure 8. Such an arrangement can further improve the flow field of the internal water area 10, which is more conducive to aquaculture.

[0230] Fig.15 and 16 Two layout schemes of aquaculture module 6 are shown to facilitate operation and maintenance. Fig.15 As shown, the radial arrangement further improves the flow field in the shielded area, which is beneficial to aquaculture.

[0231] A floating platform 81 is provided in the internal water area 10 , and a passage is connected between the wave-breaking structure 8 and the floating platform 81 . Furthermore, a passage is connected between the first shielding wall 85 and the floating platform 81 .

[0232] Specifically, the passage includes a floating bridge 82 or a suspended tunnel, and the wave-breaking structure 8 is connected to the floating platform 81 via the floating bridge 82 or the suspended tunnel.

[0233] Specifically, the floating platform 81 includes at least two connected pontoon units 1, and the pontoon units 1 are prefabricated. A factory building 618 is arranged on the floating platform 81. The floating platform 81 is fixed to the seabed or riverbed through a first anchor cable 623, and the floating platform 81 can also be connected to the wave-breaking structure 8. The factory building 618 is used as a processing plant, storage base, cold storage, living quarters, etc.

[0234] Since the wave-breaking structure 8 can effectively reduce or eliminate the impact of adverse environmental loads, mainly wind, wave and current environmental loads, on the internal waters 10, it can effectively reduce or eliminate the impact of adverse environmental loads on the factory building 618 in the internal waters 10, so that the factory building 618 in the internal waters 10 can work normally, and the farmed animals can be quickly processed after being salvaged, thereby better ensuring the freshness and deliciousness of the fish meat.

[0235] The culture module 6 includes a net cage 64 and a buoyancy box. The buoyancy box can further offset a portion of the waves, thereby providing a calmer culture environment for the cultured objects in the net cage 64.

[0236] like Fig.38As shown, the pontoon includes a first pontoon 66, a second pontoon 67 and a third pontoon 68, wherein the third pontoon 68, the second pontoon 67 and the first pontoon 66 enclose at least one placement area, one side of the placement area is provided with an opening, and at least one of the net cages 64 is located in the placement area. The second pontoon 67 and the first pontoon 66 enclose at least one wave-proof and wind-proof placement area with an opening on one side, thereby providing a calmer breeding environment for the cultured animals in the net cages 64. The first pontoon 66, the second pontoon 67 or the third pontoon 68 is used as a dock for ships to dock, and a solar photovoltaic panel 65 can also be provided on the first pontoon 66 to generate electricity to supply at least part of the electricity required by the breeding module 6.

[0237] like Fig.39 As shown, the net cage 64 includes a frame 621 and a grid structure 622 connected to the frame 621, and the grid structure 622 and the frame 621 together form a breeding space with an open top.

[0238] There are multiple breeding modules 6, and there are various ways to arrange them. The following introduces two better ways:

[0239] like Fig.16 As shown, method 1: all the breeding modules 6 are arranged in the same direction, such as Fig.18 As shown, it is more preferable to arrange them along the wave flow direction.

[0240] like Fig.15 As shown, in method 2, all the breeding modules 6 in at least the outermost circle of breeding modules 6 are arranged normal to the wave-breaking structure 8, that is, all the breeding modules 6 in at least the outermost circle of breeding modules 6 are arranged radially along the internal water area 10. Such an arrangement can further improve the flow field of the internal water area 10 and is more conducive to breeding.

[0241] More specifically, all the aquaculture modules 6 in the outermost circle of aquaculture modules 6 are arranged along the normal direction of the wave-breaking structure 8, and some of the aquaculture modules 6 on the inner side are arranged in the same direction. Such an arrangement can improve the flow field of the internal water area 10 and is more conducive to aquaculture.

[0242] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. An offshore shelter wall, characterized in that: The invention comprises a first shielding wall (85) arranged in an arc shape, wherein the first shielding wall (85) is used to reduce the amplitude of waves passing through the first shielding wall (85); a mouth (853) for water flow to pass through is provided through the first shielding wall (85); an outward normal flow guide dam (851) and an inward wave-blocking inclined dam (852) are provided on the wave-repelling side of the mouth (853); the outward normal flow guide dam (851) extends and protrudes toward the outer side of the arc of the first shielding wall (85); the inward wave-blocking inclined dam (852) extends and protrudes toward the inner side of the arc of the first shielding wall (85); and the end of the inward wave-blocking inclined dam (852) away from the first shielding wall (85) is inclined toward the mouth (853).

2. The offshore shelter wall according to claim 1, characterized in that: The first concealing wall (85) has a first dam section (855), the first dam section (855) is arranged along the flow direction of the water, and the first gate (853) is located at the first dam section (855).

3. The offshore shelter wall according to claim 1, characterized in that: The width B1 of the gate 1 (853) is 30 to 50 m.

4. The offshore shelter wall according to claim 1, characterized in that: A first inner angle A1 is formed between the outward normal flow guide dike 1 (851) and the inward wave-blocking inclined dike 1 (852), 90°<A1<180°, and the first inner angle opens toward the gate 1 (853).

5. The offshore shelter wall according to claim 1, characterized in that: The first concealing wall (85) has a first arc segment (801), and at least a portion of the opening 1 (853) is located on the first arc segment (801).

6. The offshore shelter wall according to claim 1, characterized in that: The lower parts of the outward normal flow guide dike (851) and the inward wave-blocking inclined dike (852) are fixed on the seabed (39) or the riverbed.

7. The offshore shelter wall according to claim 1, characterized in that: The lower part of the first shielding wall (85) is fixed on the seabed (39) or the riverbed, and the upper part of the first shielding wall (85) is located above the water surface (37).

8. An offshore aquaculture dam, characterized in that: The invention comprises a wave-breaking structure (8), wherein the wave-breaking structure (8) encloses an internal water area (10), and the wave-breaking structure (8) is used to reduce the wave amplitude of the internal water area (10). The wave-breaking structure (8) comprises at least one section of an offshore shielding wall as described in any one of claims 1 to 7, wherein the outward normal guide dike (851) extends and protrudes toward a side away from the internal water area (10), and the inward wave-blocking sloping dike (852) extends and protrudes toward the internal water area (10), and the end of the inward wave-blocking sloping dike (852) away from the first shielding wall (85) is inclined toward the wave-facing side of the internal water area (10).

9. The offshore aquaculture dam according to claim 8, characterized in that: The wave-breaking structure (8) further comprises at least one section of a fourth shielding wall (86), wherein the fourth shielding wall (86) is located on the wave-facing side of the internal water area (10), and a first door (861) is arranged between the fourth shielding wall (86) and the first shielding wall (85), and at the first door (861), the end of the fourth shielding wall (86) overlaps with the end of the first shielding wall (85).

10. The offshore aquaculture dam according to claim 9, characterized in that: The width B2 of the first door (861) is 100 to 200 m.

11. The offshore aquaculture dam according to claim 9, characterized in that: The overlapping length L1 between the end of the fourth shielding wall (86) and the end of the first shielding wall (85) is 100 to 300 m.

12. The offshore aquaculture dam according to claim 9, characterized in that: At the first entrance (861), the end of the fourth shielding wall (86) is located on the side of the end of the first shielding wall (85) away from the internal water area (10).

13. The offshore aquaculture dam according to claim 9, characterized in that: The fourth shielding wall (86) is provided with a second opening (862) for water to pass through, and a second inward wave-blocking sloping embankment (863) is provided on a side of the second opening (862) away from the first shielding wall (85), and one end of the second inward wave-blocking sloping embankment (863) close to the internal water area (10) extends out of the fourth shielding wall (86), and the outer end of the second inward wave-blocking sloping embankment (863) is inclined toward the first shielding wall (85).

14. The offshore aquaculture dam according to claim 9, characterized in that: There are a plurality of the fourth shielding walls (86), which are arranged in sequence along the circumference of the internal water area (10), and at least one of the fourth shielding walls (86) is located on the wave-facing side of the internal water area (10).

15. The offshore aquaculture dam according to claim 14, characterized in that: A second door (864) is arranged between adjacent fourth shielding walls (86), and the ends of adjacent fourth shielding walls (86) located at the second door (864) are arranged to overlap, wherein the end of the fourth shielding wall (86) away from the first shielding wall (85) is located outside the end of the fourth shielding wall (86) close to the first shielding wall (85).

16. The offshore aquaculture dam according to claim 15, characterized in that: The width B3 of the second door (864) is 100 to 200 m.

17. The offshore aquaculture dam according to claim 11, characterized in that: The overlapping length L2 of the adjacent ends of the fourth concealing wall (86) is 100 to 300 m.

18. An offshore aquaculture dam according to any one of claims 8 to 17, characterized in that: At least one section of a second shielding wall (84) is also provided at the end of the first shielding wall (85) close to the wave-proof side, a third door (847) is provided between the second shielding wall (84) and the first shielding wall (85), and at least a part of the second shielding wall (84) is located on the wave-proof side of the internal water area (10).

19. The offshore aquaculture dam according to claim 18, characterized in that: The second shielding wall (84) is provided with a third gate (841) for water flow to pass through, the third gate (841) is located on the wave-proof side of the internal water area (10), a first diversion dam (842) is provided inside the third gate (841), the first diversion dam (842) divides the third gate (841) into a first branch gate (845) and a second branch gate (846), the first diversion dam (842) comprises a transverse dam (843) and a normal dam (844), the transverse dam (843) is provided along the length direction of the second shielding wall (84), and the end of the normal dam (844) extends toward the outside of the internal water area (10) and protrudes out of the second shielding wall (84).

20. The offshore aquaculture dam according to claim 18, characterized in that: The end of the second concealing wall (84) close to the first concealing wall (85) is located on the side of the third door (847) close to the internal water area (10).

21. An offshore aquaculture system, characterized in that: It comprises an offshore aquaculture dam as claimed in any one of claims 8 to 20, wherein an aquaculture module (6) for aquaculture is arranged in the internal water area (10).

22. An offshore aquaculture system according to claim 21, characterized in that: All the aquaculture modules (6) in the outermost circle of aquaculture modules (6) are arranged radially along the wave-breaking structure (8).

23. An offshore aquaculture system according to claim 22, characterized in that: A floating platform (81) is provided in the internal water area (10), and a passage is connected between the wave-breaking structure (8) and the floating platform (81).

24. An offshore aquaculture system according to claim 23, characterized in that: The passage is connected between the first concealing wall (85) and the floating platform (81).

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